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BRICK CONSTRUCTION
SIDING CONSTRUCTION
WALL SECTION
TYPICAL WALL SECTIONS
TYPICA~ ~ W'LAIM COMCRETE BASEMENT WALL
V~ F, EBER CONCRETE CONSTRUCTION, INC.
J
317-SB1-885~
TYPICAL 9' PLAIN CONCRETE BASEMENT WALL
WEBER CONCRETE CONSTRUCTION. INC.
April 16, 2O02
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c~cr~he ~oo~'~: ~o~u ~ ~,
313~3W03 ~383~ eOI
MECcheck COMPLIANCE REPORT
1993 Model Energy Cooe
MECcheck So~=wa Version 2.0
iITY: Indianapolis
STATE: Indiana
HDD: 5635
CONSTRUCTION TYPE: Single Family
[RTE: 10-27-2004
DATE OF PLANS: ~0/15 04
TITLE: KEY LARGO
COMPANY INFORMATION:
RYLAND HOMES - INDIANAPOLIS DIVISION
NOTES:
BASEMENT PLAN
~ORST 2ASE CALCULATION
Permit
Checked by/Date
COMPLIANCE: PASSES
Required UA - 382
Your Home = 365
Area ur insul Sheath Glazing/Door
Perlmeler R-\aiue R-Vague U-Value UA
CEILINGS
~ ~; i!.0 4.0 72
WALLS: Wood Frame 1~" O.C ....
WALLS: Wood Frame. 16" O.C. 28~ -i.0 0.0 20
GLAZING: Wind}ws or Doors 2-, 0.400 102
~ 0.350 13
DOORS - ~
BSMT: 8.0~ hr/7.0' bg/4,0' insu!. 1{-5 i0.0 89
CRAWL: 48.0" ht/4£.0" bg 40.0" ~nsu~. il-= 15.0 18
HVAC EFFICIENiY: Furnace, 80.0 AFUE
HVAC EFFICIENCY: Air Condiuloner, 10.0 SEE~
COMPLIANCE STATEMENT: The proposed bui!elng design represenned in these
~ocumenns ~s conszsnent with the building ~lans, specifications, and onher
calculations submitted with the permit app_ication. The proposed building
has been designed to meet the requiremenns of the 1993 CABO Model Energy Code.
Bu~lder/Designer~ Datel~__
Re: 1714
ryland/1714a
MiTek Industries, Inc.
44515 Nodh Outer Fo~y D~ve
Suite 300
Chesterfield, MO 63017-5746
Telephone 314/434-1200
Fax 314/434-5343
l'he truss drawing(s) referenced below have been prepared bv MiTek Industries, Inc. under my direct supervision
based on the parameters provided by Hall & House Lumber Co. inc..
Pages or sheets covered by this seal: [7278018 thru 17278027
My license renewal date for the state of Indiana is July 31,2006.
October 6,2004
Liu. Xuegang
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSI/TPI-2002 Chapter 2.
LOADINGIpsf) SPACING 2-0-0 CSI
TCLL 20.0 Plates Increase 1 15 TC 0 09
LUMBER
LOAD CASE{S) Stanoaro
MEek'
LOADING {Dsf SPACING 2-0~0 CSI DEFL ~c I/del LJa PLATES GRIP
~ TCLL 200 Plates increase 1.15 TC 0.10 /er,.tLI n/a nla 999 MIl20 197/144
TCDL 10 0 Lumber increase - 15 BC 0 04 Ve~tITLI -0 O0 13 ~999 360
2004
Mffek'
ROOFTRUSS
6
LOADING t pst') SPACING 2-0-0 CSI DEFL ~c /deft L/d PLATES GRIP
NOTS
. ..~.~. ~-$. ~
LOAD CASE(S) Standard ~ -" ~ '- ~
OetoBor ~ 2004
ii'
MEek'
LOADING pSQ SPACING 2-0-0
TCLL 20.0 Plates Increase 1 15 TC 0.44
TCDL 100 Lumper increase 115 BC 0.64
BCLL 0.0 Reo Stress lncr NO NB 0 71
BCDL 10.0 Code RC20001ANSI95 IMatn×)
LUMBER
TOP CHORD 2 X 4 SYP NO.2
I~OT CHORD 2 X 6 SPF NO.2
DEFL oci [Idef L JO PLATES GRIP
ve~I[LL -0 13 17-1E >099 490 MILS0 197/144
ve~ TL) .023 17-18 >999 360
REACTIONS b/sze 2='~871 0-3-8 11=t737J0-3-8 Max Ho~ 2=250(load case 6)
Max UDiiffS=-352fload case 71, 11=-272[Ioad case B)
Max Grev2=2147floao c~se 2). 11 =2007fload case 3
FORCES im. Viaximum Compression/Ma~amum Tension
TOP CHORD 1-2=0/41 2-3=-3240/519, 3-4=-2778/527.4-5=-2653/553 5-6=2146/48~ 6-7=-1599/388.7-8~2037/418. 8*9=-23901402.
WEBS 3-19=0/214, 3-18---A17/94, 5-18=-159/628, 5-17=-895/285, 6-17=-40511188 6-15=-5281293 7-15=-193/774 8-15=-676/164
10) Sp.~ hanger(s or o.er~.n~ de~(s, s~,be pro~d~ suffi~enttosup~ff~n~ntr~edload(s),54.1,b~ ~d 88,8,b up ¥~
[_~~~~ ~ October 6 2004
Mffek'
LOAD CASE(S) Star[oar(~
Un form Loads (p~f) 0
~Q~~la~d~1714a 7278021
MiTek*
ROOF TRUSS
Sce~e = 1'27 9
REACTIONS glstzel 5=1741MechamC. al 2=27010-3-8 ,~=107/C~3-8
NOTES
1 ) Wind: ASCE 7-98: 90mDh: h=25ft: TCDL=5.0psf: BCDL=~ 0psf; Category JJ. ExD B: enc~os~dl MWFRS ga~te ena zone cantilever left ana
ngm exgose~: ena vemcal left aha ngot expose~; Lumber DOL=1.33 pJate gnp OO[.=1.33
21TCLL: ASCE 7-98t Pf=20.0 [~sf (mol snow): Exp I~; Fully Exp.
3) This truss has t~en designed for 1 gO times fiat roof load of 20~0 DS! on o',emangs ¢~omconcurrent with other IlYe Ioa~s.
LOAD CASE(S} Standa~
gm..GANG ~/,
~-J.: ...........
October 6 2004 _
4-3-8
8O0 12
5
NOTES
1) Wind: A$CE 7-98; 90mph; h=25ff; TCDL=5.0psf; BCDL=5.Opsf; Ca[egory It; Exp B; enclosed; MVVFRS gable end zcne: cantilever reft and
2 TCLL; ASCE 7-98; Pf=20,0 psf (rc~f snow); ~xp B; Fu~l) Exp,
LOAD CASE(S) Standard
MEek'
Truss Truss Type
~ T01 ROOF TRUSS
.~ ..~ _J.~b Reference
3x8 --
STATE OF ~
:...,..o,~-..~::, ;.~ ,'~"~. ~
October 6~
Truss Type
ROOF TRUSS
800 ~2
2X4
2x4
LOAD CASE{S) Standard
MiTek*
~r~-- ~Pl~ i ryland/1714a 17278021
~ I I i Job Referef~ce ~
ZX4
3
5
3x8
FORCES lb)- ~aximumCompres~on/MaximumTens~on
TOP CHORD 1-2=-971/97 2-3=-664196. 3~4=-564197.4-5=-951/g4.5-6=0 8
BOT CHORD 1.7=~ 1 g9/797. 5-7=*39/769
NEBS 2-7~351/148.3-7=-25 456 4-7=-323/144
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ff; TCDL=5.0psf; BCDL=5.0psf; Category II; Exp S; enc~ed; MWFRS gable eno zone cant,ever left and
right exposed; ced vertical left and dght exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2 TCLL: ASCE 7-98; Pr=20.0 psf (roof snow); Exp S; Fglty F. xp.
3) Unbslanced snow loads have been considered forth s design.
4) This truss has been designed for 1.00 times fiat roof load of 20.0 pof on overhangs non-concurrent With other I~ve ir~aos.
5 Th s truss has been designsd for a 10.0 psf bottom chord Jive load nonconcurrent w~th a~y other live loads per Table No. 16-B. U~C;~4~
6t Provide mechar~csl connection (by at Pers~ of tr~ss to bearing p ate capab e of ~ hstanding 57 lb uplift at j~nt 1 and 92 b ~131 ff at o n 5
LOAD CASE{S) Standam
MEek'
2
3x4
LOADING Iost~ SPACING 2-0-0
TCLL 20.0 Plains increase 1.15
TCDL 10,0 Lumoer increase 1 15
BCLL 00 ReD Stress ~ncr YES
BCDL 10.0 Code IRC2000/ANSI95
CSI DEFL r~ icc /deft L~d PLATES GRIP
TC 0.52 ven(LL) -0.02 4-5 >999 480 M920 197/144
BC 0 29 ver[ITLl ~0 04 4-5 >999 360
LUMBER
TOPCHORD 2X4SYPNo.2
BOTCHORD 2X4 SYP No,2
NEBS 2X4SPF No.3
LOAD CASE{S) Standa~
MiTek'
0 0
0 m
o_o'= o_5. ~
' °-q-----~ 5' 0
TOP CHORD
fOP CHORD